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  1. Home/
  2. Md Nizamuddin Mondal/
  3. Project 1

Project 1

1. Introduction: Client Name (_______________________________________) has awarded Company Name ____________________________________ for Project Name(_____________________________________________________________________________________________________________________________________________________________________________________________________________________.…

    • Md Nizamuddin Mondal

      updated on 16 Feb 2023

    • 1. Introduction:

    Client Name (_______________________________________) has awarded Company Name ____________________________________ for Project Name(_____________________________________________________________________________________________________________________________________________________________________________________________________________________.

     

    Company Name (______________________) has appointed INFRAENGG Design Agency’s name (__________________) as the “Design Consultant” to carry out the Detailed Design of the project corridor.

     

    • 2.General Arrangement:

             We have taken  span 25 m of metro-rail 

    • Load Calculation:-
    All load Calculation of the Metro Rail
                       
    1.0 Given Data              
      City         = Ahmadebad    
      Density of soil       = 18.00 KN/m3  
      Basic Wind Speed As Per IS 875 Part 3:-20159(Clause 6.2) = 39.00 m/s  
      Seismic Zone As Per IS 1893 part 1-2016   = III    
      Zone III   As Per IS 1893 part 1-2016   = 0.16    
      Important Factor As Per IS 1893 part 1-2016   = 1.50    
      Special moment Resistance As Per IS 1893 part 1-2016   = 5.00    
      Soil Type   As Per IS 1893 part 1-2016   = Hard Soil    
      Structure Type As Per IS 1893 part 1-2016   = RC MRF     
      Damping ratio As Per IS 1893 part 1-2016   = 5.00 %  
                       
    1.1 Dimension Detail              
      Base Slab                
      No         = 1 No  
      length         = 25.00 m  
      Width         = 20.50 m  
      Depth/Thickness       = 2.000 m  
      Quantity A     = 1025.00 m3  
      Inter.Slab                
      No         = 1 No  
      length         = 25.00 m  
      Width         = 20.50 m  
      Depth/Thickness       = 1.200 m  
      Quantity B     = 615.00 m3  
      Roof Slab                
      No         = 1 No  
      length         = 25.00 m  
      Width         = 20.50 m  
      Depth/Thickness       = 1.000 m  
      Quantity C     = 512.50 m3  
                       
      Side wall from  Bottom to Top            
      No         = 2 Nos  
      length         = 25.00 m  
      Width         = 20.00 m  
      Depth/Thickness       = 0.850 m  
      Quantity D     = 850.00 m3  
      Platform Slab              
      No         = 1 No  
      length         = 25.00 m  
      Width         = 13.50 m  
      Depth/Thickness       = 0.750 m  
      Quantity E     = 253.13 m3  
      Column below Platform slab            
      No         = 4 Nos  
      length         = 25.00 m  
      Width         = 2.10 m  
      Depth/Thickness       = 0.600 m  
      Quantity F     = 126.00 m3  
      Beam Centre of Rail Track            
      No         = 0 Nos  
      length         = 25.00 m  
      Width         = 0.75 m  
      Depth/Thickness       = 2.000 m  
      Quantity G     = 0.00 m3  
                       
      Total Quantity(A+B+C+D+E+F+G)     3381.63 m3  
                       
    1.2 Material Properties              
                       
      Density of concrete       = 25.00 KN/m3  
      Density of soil       = 18.00 KN/m3  
                       
    2.0 Load Calculations for the Metro -Railway Station        
                   
    2.1 Dead Load          
      Total Dead Load     = 84540.75 KN  
                   
      Self weight of the structure has been calculated directly in STAAD file by the comment "SELFWEIGHT -1".
                   
    2.2 Earth Pressure          
                   
      Length of Abutment wall   = m  
      Width of Abutment wall   = m  
      Thickness of Abutment wall   = m  
      Backfill Hight from Foundation   = m  
      Height of GL from Foundation   = m  
      Depth of Fundation     = m  
      Width of Foundation     = m  
      Density of soil     = KN/m3  
      Earth Pressure Co-Efficient Taken =    
      K1 Away from Backfill     =    
      K2Towords  Backfill     =    
      Soil load on abutment wall towards backfill Side = KN/m2  
    2.3 Wind Load            
      K1 factor Risk Co-efficient Factor Clause 5.3.1 =   IS:875(part-3)-2015
      K2 factor Height factor Clause 5.3.2.2 =   IS:875(part-3)-2015
      K3 factor Topography Factor Clause 5.3.3.1 =   IS:875(part-3)-2015
      K4 factor Importance factor for cyclone  Clause 5.5 =   IS:875(part-3)-2015
      Basic  Wind Speed     = m/s  
      Design Wind Speed Vbxk1xk2xk3xk4 = m/s  
      Design Wind Pressure   0.6*Vz2 = N/m2  
              = KN/m2  
      Kd (triangular, Rectangualr & Square) Clause 7.2.1 = Kd is wind directoinality factor
      Ka ( area below 100m2) Clause 7.2.2 = Ka is area averaging facot
      Kc     Clause 7.3.3.13 = Kc is combination factor
      Design Wind Pressure   KdxKaxKcxPz = KN/m2  
              =    
      Check for---    0.7xPz = Pd is Not less this value
                   
            Not Ok       
                   
      We Consider the value of Pz   = KN/m2  
      Indivisual Member Load Thickness0.85 m = KN/m  

     

    2.0 Load Calculations for the Metro -Railway Station
     
    		         
                       
    2.1 Dead Load              
      Total Dead Load        = 84540.625 KN  
                       
      Self weight of the structure has been calculated directly in STAAD file by the comment "SELFWEIGHT -1".
                       
    2.2 Earth Pressure              
                       
      Length of Abutment wall     = 10.000 m  
      Width of Abutment wall     = 20 m  
      Thickness of Abutment wall     = 0.75 m  
      Backfill Hight from Foundation     = 20.00 m  
      Height of GL from Foundation     = 20 m  
      Depth of Fundation       = 20 m  
      Width of Foundation       = 22 m  
      Density of soil   Ɣ   = 18.00 KN/m3  
      Earth Pressure Co-Efficient Ka Taken = 0.35    
      K1 Away from Backfill   K1   =      
      K2Towords  Backfill   K2   =      
      Soil load on abutment wall towards backfill Side = 360 KN/m2  
    2.3 Wind Load                
      K1 factor Risk Co-efficient Factor Clause 5.3.1 = 1.06   IS:875(part-3)-2015
      K2 factor Height factor   Clause 5.3.2.2 = 1.12   IS:875(part-3)-2015
      K3 factor Topography Factor ᶿ<30 Clause 5.3.3.1 = 1.00   IS:875(part-3)-2015
      K4 factor Importance factor for cyclone  Clause 5.5 = 1.15   IS:875(part-3)-2015
      Basic  Wind Speed   Vb   = 39.00 m/s  
      Design Wind Speed (Vz) Vbxk1xk2xk3xk4 = 53.25 m/s  
      Design Wind Pressure   Pz 0.6*Vz2 = 1701.08 N/m2  
            Pz   = 1.70 KN/m2  
      Kd (triangular, Rectangualr & Square) Clause 7.2.1 = 0.9 Kd is wind directoinality factor
      Ka ( area below 100m2)   Clause 7.2.2 = 0.8 Ka is area averaging facot
      Kc       Clause 7.3.3.13 = 0.9 Kc is combination factor
      Design Wind Pressure   Pd KdxKaxKcxPz = 1.10 KN/m2  
                =      
      Check for---   Pd  0.7xPz = 1.19 Pd is Not less this value
                       
            Pd> 0.7xPz Not Ok         
                       
      We Consider the value of Pz     = 1.70 KN/m2  
      Indivisual Member Load Thickness0.85 m = 1.4459 KN/m  

     

    3. Properties Assigned of the Model:-

    4. Load Assigned:-

    Seismic Details for the location:-

    5. Report of the Model:-

    Max. bending MOment:-

    Beam L/C Node Moment-Z kN-m
    17371 10 25 2385.727
    17371 9 25 2385.706
    17371 11 25 2375.24
    17371 8 25 2373.994
    17371 12 25 2355.429
    17371 7 25 2349.409
    17371 13 25 2327.476
    17371 6 25 2310.767
    17371 14 25 2292.565
    17371 5 25 2256.886
    17371 15 25 2251.878
    17371 16 25 2206.598
    17371 4 25 2186.582
    17371 17 25 2157.967
    17371 18 25 2124.6
    17371 3 25 2098.672
    17371 19 25 2077.062
    17371 20 25 2024.57
    17371 2 25 1991.975
    17371 21 25 1968.012
    17371 22 25 1918.88
    17371 1 25 1865.97
    17371 23 25 1865.135
    17371 24 25 1805.13
    17371 25 25 1739.457
    17371 94 25 1702.001
    17372 94 23 1702
    17371 26 25 1668.708
    17371 27 25 1593.474
    17371 28 25 1514.346
    17371 29 25 1431.917
    17371 30 25 1346.777
    17371 31 25 1259.519
    17371 32 25 1170.734
    17371 33 25 1081.012
    17371 34 25 990.946
    17371 35 25 901.128
    17371 36 25 812.148
    17371 37 25 724.598
    17371 38 25 639.07
    17371 39 25 556.155
    17371 40 25 476.445
    17371 41 25 400.53
    17371 42 25 329.005
    17371 43 25 262.457
    17371 44 25 201.481
    17371 45 25 146.667
    17372 9 23 126.232
    17372 10 23 126.168
    17372 8 23 125.689
    17372 11 23 125.56
    17372 7 23 124.478
    17372 12 23 124.468
    17372 13 23 122.955
    17372 6 23 122.537
    17372 14 23 121.083
    17372 5 23 119.805
    17372 15 23 118.912
    17372 16 23 116.506
    17372 4 23 116.219
    17372 17 23 113.928
    17372 18 23 111.947
    17372 3 23 111.717
    17372 19 23 109.426
    17372 20 23 106.65
    17372 2 23 106.239
    17372 21 23 103.664
    17372 22 23 100.869
    17372 1 23 99.757
    17371 46 25 98.607
    17372 23 23 98.029
    17372 24 23 94.864
    17372 25 23 91.405
    17372 26 23 87.683
    17372 27 23 83.729
    17372 28 23 79.573
    17372 29 23 75.247
    17372 30 23 70.781
    17371 47 25 70.525
    17372 31 23 66.207
    17372 32 23 61.554
    17372 33 23 56.854
    17372 34 23 52.139
    17372 35 23 47.438
    17371 48 25 45.08
    17372 36 23 42.782
    17372 37 23 38.203
    17372 38 23 33.731
    17372 39 23 29.397
    17372 40 23 25.233
    17371 49 25 23.249

     6. Shear Force:

    Beam L/C Node Shear-Y kN
    17371 1 25 844.314
    17371 17 26 839.184
    17371 2 25 821.579
    17371 16 26 816.307
    17371 3 25 798.165
    17371 15 26 792.77
    17371 4 25 774.173
    17371 14 26 768.674
    17371 5 25 749.699
    17371 13 26 744.115
    17371 6 25 724.837
    17371 12 26 719.186
    17371 7 25 699.681
    17371 11 26 693.983
    17371 8 25 674.327
    17371 10 26 668.6
    17371 9 25 648.868
    17371 9 26 643.132
    17371 46 26 633.278
    17371 45 26 626.558
    17371 10 25 623.4
    17371 44 26 618.835
    17371 8 26 617.674
    17371 43 26 610.155
    17371 42 26 600.568
    17371 11 25 598.017
    17371 21 26 596.301
    17371 7 26 592.319
    17371 41 26 590.119
    17371 40 26 578.856
    17371 20 26 576.354
    17371 12 25 572.814
    17371 6 26 567.164
    17371 39 26 566.827
    17371 19 26 556.038
    17371 38 26 554.078
    17371 13 25 547.886
    17371 5 26 542.301

     

    Max. Plate Stress:

     

     

     

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